Text

R. E. Ginna - Response to Letter of 6/21/1978. Additional Information About Standby Auxiliary Feedwater System Attached
	ML18143A448
Person / Time
Site:	Ginna
Issue date:	07/28/1978
From:	White L; Rochester Gas & Electric Corp
To:	Ziemann D; Office of Nuclear Reactor Regulation
References
	Download: ML18143A448 (76)
	v • d • e

RFGULATORY INFORMATION DISTRIBUTION SYSTEM (RIDS)

DISTRIBUTION FOR INCOMING MATERIAL 50-244 REC: ZIEMANN D L ORG: WHITE L D 130CDATE: 07/ 28/ 78 NRC ROCHESTER GAS 8c ELEC DATE RCVD: 08/03/78 13OCTYPE: LETTER NOTARIZED: NO COPIES RECEIVED

SUBJECT:

LTR 1 ENCL 40 RESPONSF- TOPgLTR DTB S/21/7S REQUESTING ADDITIONAL INFO RE: TNE STANDBY AUXILIARY FEEDWATER SYSTEM.

PLANT NAME: RE GINNA UNIT REVIEWER INITIAL: XRS 1

DISTRIBUTOR INITIAL: ~

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/ ///jj/I/~~(I /jj//jj//jj// J ROCHESTER GAS AND ELECTRIC CORPORATION o 89 EAST AVENUE, ROCHESTER, N.Y. 14649 LEON D. WHITE, JR. T S I. KP H 0 N K VICE PRESIDENT ASSA COOS 7ie 546.2700 July 28, 1978 0D tlll Director of Nuclear Reactor Regulation R I Attention: Mr. D.L. Ziemann, Chief C

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Operating Reactors Branch No. 2 )M CiM Division of Operating Reactors %CD.

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s 'I'lV7 U.S. Nuclear Regulatory Commission C. V GX Washington, D. C. 20555 n

ITI CD

Subject:

Standby Auxiliary Feedwater System Cll R.E. Ginna Nuclear Power Plant Docket No. 50-244

Dear Mr. Ziemann:

By letter dated June 21, 1978, you requested additional information about the standby auxiliary feedwater system. The attachment to this letter provides the responses to your questions. This information supplements our letter dated May 20, 1977 and our Application for Technical Specification change dated February 1, 1977.

Very truly yours, L.D. White, Jr.

~ ~

Attachment y~II I

782160081

/I

ver l~:iII hill l ~ Ik f'75~~3 TOM 5TA'Ce ROCHESTER GAS AND ELECTRIC CORPORATION o 89 EAST AVENUE, ROCHESTER, N.Y. 14649 LEON O. WHITE. JR. TeLer><owe vlcc reeeloeNT Arei cooe Tie 546.2700 July 28, 1978 Director of Nuclear Reactor Regulation Attention: Mr. D.L. Ziemann, Chief Operating Reactors Branch No. 2 Division of Operating Reactors U. S. Nuclear Regulatory Commission Washington, D. C. 20555

Subject:

Standby Auxiliary Feedwater System R.E. Ginna Nuclear Power Plant Docket No. 50-244

Dear Mr. Ziemann:

By letter dated June 21, 1978, you requested additional information about the standby auxiliary feedwater system. The attachment to this letter provides the responses to your questions. This information supplements our letter dated May 20, 1977 and our Application for Technical Specification change dated February 1, 1977.

Very truly yours, L.D. White, Jr.

Attachment

Question 1 State all of the materials utilized in each of the Class 2 and 3 components in the standby auxiliary feedwater system and their corresponding fracture toughness property requirements. Provide the sources for the mechanical properties of the materials.

~Res ense All of the materials in the Class 2 and 3 components of the standby auxiliary feedwater system were in accordance with the material requirements of Section III of the Code. The Code did not require fracture toughness property determination due to the size and type of materials used. The sources for the mechanical properties of the materials were the ASME material-specifications of Section II of the Code. The material specifi-cation for each of the Class 2 and 3 components is listed below.

1. Pipe material-SA106, Gr. B

2. Pipe fittings-SA105 or SA234, Gr. WPD or Gr. WPC

3. Flanges-SAX05

4. Tubing-SA249, TP 316 or SA213, TP316

5. Tube fittings-SA479, TP316 or SA182, TP316

6. Pump casing-SA217, WC9

7. Relief valves a) base-SA479, Ty. 304 b) bonnet-SA216, Gr. WCB

8. Flow orifice-SA240, Type 316

9. Recirc. orifice-SA479, Type 316

10. Penetrations a) bellows-SA240, T304 b) spools-SA106, Gr B c) end plate-SA516-70

ll. Bolts- a). Carbon Steel-SA193, Gr. B7 b) Stainless Steel-SA453, Gr. 660

12. Nuts- a) Carbon Steel-SA-194, Gr. 2H b) Stainless Steel-SA194, Gr. 6

13. Valves a) Control valves-SA216, WCB or SA217, C5 b) All other valves-SA105

Question 2 Provide a summary of the welding procedures utilized for the penetrations and the fabrication of the standby auxiliary feed-water system and its components.

~Res ense The welding procedures utilized in the fabrication of the standby auxiliary feedwater system were developed to insure that welding would be done in accordance with Section XXX of the ASME Boiler and Pressure Vessel Code. All welding was done utilizing either the Gas Tungsten-Arc Welding('GNAW) or the Shielded Metal-Arc Welding (SMAW) Processes. Filler metals used were as follows:

Stainless ASME Anal sis No. A-8 F Number Coated Electrodes SFA 5.4 Type E309-16 F5 Bare SFA 5.9/Type ER309 F6 Carbon Steel ASME Anal sis No. A-1 Coated Electrodes SFA 5.1 and 5.5 Type 7018 F4 Bare SFA 5.18 Type E70S-2 F6

Question 3 Verify compliance with the intent. of the following Regulatory Guides: 1.31. 1.36, 1.37, 1.44, 1.50, and 1.71. Provide justi-fication for any deviations from the guidance presented in these guides.

~Res onse Installation and procurement specifications imposed the require-ments of Regulatory Guides 1.31, 1.44, 1.50 and 1.71. Regulatory Guide 1.36 was not applicable since. the subject materials were not used in the system.

Installation drawings and specifications imposed the cleaning requirements of ANSI N45.2.1, which is the ANSI standard endorsed by Regulatory Guide 1.37. The piping was installed to a clean-liness level C.

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Question 4 Provide detailed summaries of the loads and load combinations, and corresponding acceptance criteria and safety margins for the portions critical for the design of each of the auxiliary feedwater system and the penetrations. Include similar infor-mation for the existing structures, systems, equipment and components at the interfaces with those added as a result of this modification. Discus's the methods utilized to consider each of the dynamic loads. In addition, discuss how possible water hammer was considered in -the design.

Response

Auxiliar Feedwater S stem Structures Individual structures included in the auxiliary feedwater system addition are designed for the specific loadings and load combinations as described in Rochester Gas and Electric Corporation, Ginna Station Unit 1, "Design Criteria for Addition to Auxiliary Building."

Loads and Load Combinations Load Definitions All the major loads encountered or postulated in the design of the addition are listed below. The loads listed are not necessarily applicable to all the structures and their elements. Loads and the, applicable load combinations for which each structure is designed depend upon the conditions to which that particular structure may be .subjected.

4.1 Auxiliar "Peedwater S stem Structures (cont.)

l. Normal Loads Normal loads, which are those loads encountered during normal plant operation and shutdown, include:

a. D Dead loads or their related internal moments and forces, including any permanent equipment loads and hydrostatic loads.

b. L Live loads or their related internal moments and forces, including any movable equipment loads and other loads which vary with intensity and occurrence, such as soil pressure.

2. Severe Environmental Loads Severe environmental loads include:

a. E Loads generated by the OBE.

b. W Loads generated by the design wind specified for the plant.

3. Extreme Environmental Loads Extreme environmental loads include:

a. E' Loads generated by the SSE.

b. Wt Loads generated by the design tornado specified for the plant. Tornado loads include J

loads due to the tornado wind pressure, the tornado created differential pressure and tornado generated missiles.

Auxiliar Feedwater System Structures (cont.)

Load Combinations for Concrete Structures Load combinations for concrete structures in accordance with the strength design method are:

l. 1.4D + 1.7L U

2. ';4D + 1.7L + 1.9E = U

3. 1.4D + 1.7L + 1.7N U

4. 1.2D + 1.9E

5. 1.2D + 1.7N U

6. D+L+E

7. D + L + Nt Load Combinations for Steel Structures Load combinations for steel structures in accordance with the elastic working stress design method are:

1. D+ L = S

2. D+L+E= S

3. D+L+N= S

4. D + L + E'= 1.6S Structural Acce tance Criteria Concrete Structures with Concrete structures are proportioned in accordance ACI-318-71, the strength design methods described in where U is the section strength required to resist design design load loads. The margins of safety for the various of combinations are provided for within the development the provisions of ACI-318-71.

4.1 Auxiliar Feedwater S stem Structures (cont.)

Steel Structures For structural steel, S is the required section strength based on the elastic design methods and the allowable stresses defined in Part 1 of the AISC "Specification for the Design Fabrication and Erection of Structural Steel for Buildings," February, 1969. Margins of safety provided in the design of the steel structures are inherent with the development of the AISC code. Additional conservatism is obtained by neglecting the code provisions which allow a 33% increase in allowable steel stresses due to wind or seismic loadings.

4.2 SAFW E ui ment 6 Com onents Standby Auxiliary Feedwater .System equipment and components are designed taking into account the following loads:

a) Internal pressure b) Deadweight of equipment and contents c) Dynamic loads caused by 1/2 SSE d) Nozzle connecting loads steady state d') Nozzle connecting loads max. allowable loads e) Dynamic loads caused by earthquake (SSE)

These loads were combined to meet the requirements of the ASME B 6 PV Code, Sec. III as follows:

4.2 SAFW E ui pen't 6 Components (cont.)

Load Combination Acce tance Criteria Standby Aux. a + b + d allowable stress Feed Pump (normal condition) (ND 3400)

(DSP-520A-044666-000) a+b+d+d'c (normal condition) primary membrane stress a+b+d+d'c (upset condition) allowable stress (primary bending stress + primary a+b+d+d'e (a, b normal) membrane stress) ~

1.5 'allowable stress (d, d'pset)

Pump Recircu- a + b + d(normal) ASME I1I allowable lation Orifices (DSP-520B-044666-000) a + b + d + c(upset) ~ ASME III allowable a + b + d (emergency) ~ ASME III allowable a + b + d + e(faulted) ~ ASME III allowable Penetrations a + b + d(normal A ASME III allowable (DSP-519A-044666-000) a+b + d + c (upset) ~ ASME III allowable a+b + d(emergency) ~ ASME III allowable a + b + d + d(faulted) ~ ASME III allowable ASME class III, 2&3 valves a' b + d(normal) 1.1 Pr. (non-active valve)

(DSP-521-A- a + b + d + c(upset) 044666-000) ~ pr (active valves)

(DSP-521-B- a + b + d (emergency) 044666-000)

Safety 6 Relief a + b + d + e(faulted) ~ 1.2 Pr Valves (DSP-539- a + b (normal) 046666-000) a + b + d + c(upset) 1.1 Pr a + b + d (emergency)

Air Handling a + b + d (normal) ~ 1.1 ASME III Cooling Coil allowable a+ b+d+ e 1.5 ASME III allowable

4.2 SAFW E uipment'*Cpm onents (cont.)

Safety related electrical equipment and components, as well as instrumentation subjected to dynamic loads for seismic acceptance is addressed in reply to question No. 8.

4.3 SAFW Pi in and Su orts Standby Auxiliary Feedwater piping is designed taking into account the following loads:

a) Internal pressure b) Deadweight of pipe, valves, contents, insulation, and other connected equipment c) Dynamic loads caused by earthquake (OBE) and vibration d) Dynamic loads caused by earthquake (SSE) and vibration e) Anchor movements f) Thermal expansion These loads were combined to meet the requirements of ASME B S PV Code,Sec. III, subsections NC 6 ND 3600 as follows:

a + b ~ 1.0 Sh Eq. 8 NC 3653.1 Normal Condition a + b + c ~ 1.2 Sh Eq. 9 NC 3652.2 Upset Condition a + b + c ~ 1.8 Sh Eq. 9 NC 3652.2 Emergency Condition e+f ~ Sa Eq. 10 NC 3652.3 Normal Condition For pipe supports, the stresses generated by the above loadings meet the requirements of Section NF of the Code for each condition.

4.3 SAFN Pi ing and Supports (cont.)

Investigation of the interface locations showed that the new system had negligible effect on the state of stress in the existing piping due to the relative stiffness of the systems.

These interfaces were treated as anchor points with appropriate displacements imposed on the new system.

The standby auxiliary feedwater piping is protected from the main feedwater lines by means of check and globe valves.

Consequently, the new piping need not be designed for water hammer transient effects that can occur in the main feedwater system.

Question 5 Nhere appropriate, state the pipe break criteria utilized in the addition of the standby auxiliary feedwater system. Provide sketches indicating the postulated break locations, pipe whip restraint and shield locations, and piping routes where separation is utilized as a protective measure. Summarize the loads, the analysis pro-cedures and the acceptance criteria utilized for the design of the restraints and shields. Include the effects of the additional piping and structures on those which existed previously.

~Res onse The Standby Auxiliary Feedwater System was installed to provide additional redundancy for the existing Auxiliary Feedwater System.

Under normal operating conditions the Standby System will only be used for brief periods each month, less than 1% of the time as may be required by plant Technical Specifications. Except for this testing, the entire system will be a low energy system except for a very short piece of piping between the feedwater line within containment and the closest check valve in the Standby System piping.

The piping from the check valve to the feedwater pipe connection is at an elevation above the operating floor and ia remote from equi-ment required for safe shutdown. Thus, based on expected system use, it is, not necessary to postulate breaks in the Standby System.

Any pipe breaks which result in loss of all existing Auxiliary Feedwater pumps will not affect the Standby System. Since a second,

independant event not be postulated, no additional pipe breaks affecting the Standby System need be postulated.

It should be noted that the Standby System was intentionally located in an area remote from high energy lines.

Finally, any pipe: break event which could affect the Standby System would not affect the existing Auxiliary Feedwater System.

Under such circumstances, the Standby System is not required.

Yo>>r description of the methods>>tilized for the seismic analyses of the a~lditionnl

>>LrucL>>rus, sysLums,"oqulpmu>>t <<>>d compo>>>>Ls ls l>>compJ.uLu. 'I'h<<rul:or<<, provide the analytical models and the procedures which were utilized for. the additional structures, systems, equipment and components, and the corresponding natural frequencies, mode shapes and participation fnctors. Include summaries of Lhc <1ami>lng values in the analyses. State the methods by which the responses of the individual modes were combined, and the methods by which the responses of the three individual components of the seismic inputs were combined to consider their simultaneous occurrance. Also, indicate the procedures which were utilized for the development of both the new and the old response spectra. In addition, provide and discuss any static or other dynamic analysis models and procedures which were utilized for the design of the structures, systems, equipment and components for the addition of the standby auxiliary feedwater system. Discuss how soil-structure interaction was considered in the analysis and the potential for soil liquification under the seismic loadings, and provide the factors of safety for sliding and overturning.

RESPONSE

Anal tical Procedures for Structure Seismic Anal sis The methods utilized for the seismic analysis of the standby auxiliary feedwater system structure are presented herein. Soil-caisson-structure interaction is paramount in the seismic analysis.

In order to define the soil-caisson-structure interaction, the soil properties were established. A strain dependent soil shear modulus was estimated. To establish this estimate, the blow counts obtained in the field penetration test were used to estimate the relative density and void ratio. Knowing the void ratio and estimated confining pressure as input, Hardin's equation (1) was employed to calculate G axe the soil shear modulus, at a small strain level of 10 %. Then the Seed and Idriss Curve (2) was used to calculate the shear modulus vs. depth profile based on the assumed soil strain level. The liquification potential of the loose backfill was evaluated employing Seed's simplified liquification calculation (3).

The Winkler continuous spring constants for a single caisson were evaluated using the techniques presented by Penzien (4), basgd on the shear modulus vs. depth profile calculated for the. small strain level of 10 %. Figure 6J, presents the idealized seismic model. The caisson soil spring constants are typified by elements 21 through 26 superstructure cases were investigated; one with a future second story and the other

'wo without the future story. In addition, two subsurface conditions were also investi-gated. The first condition assumed that the surrounding soil provided full lateral resistance for the entire height of the caisson. The second subsurface condition is when liquification of the loose backfill has been assumed to occur. This condition provides only partial support along the height of the caisson. The liquification zone is from ground water elevation, El. 255 ft. to the top of weathered rock, El. 236 ft.

In the liquification zone there is no lateral resistance to caisson movement.

The dynamic analysis of the various subsurface and superst'ructure combinations was executed employing the response spectrum method. The design response spectrum, defined in Regulatory Guide 1.60, corresponding to a maximum ground acceleration of O.lg for OBE and 0.2g for SSE, and based on the damping values for reinforced concrete structures stated in Regulatory Guide 1.61, was employed to excite the analytical models. In order to obtain the system responses, the individual modal responses have been combined by the square root of the sum of the squares method. In addition, the square root of the sum of the squares method was employed to combine the responses to the simultaneous action of three spatial components of the earthquake calculated independentl

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l)ased on the calculated soil strains, the shear modulus values vs. depth profile were reduced by 30% ~ Xn addition, to account for group >>etio>> of the c>>i>>sons L'hc >>hcnr modulus v>>lues vs. depth profile were reduced by a group >>ction reduction factor.

For the subsurCace condition oC Cull soil support along the caisson thc group action reduction factor was 2.8. For the soil liquification condition the group action reduction factor was 3.8. The group action reduction factors were calculated according 'to the techniques of reference 5.

The frequencies, predominate mode shapes and participation factors for the seismic analytical model which includes the one story superstructure with the full soil support subsurface condition are presented in Table 6.1.

Floor response spectra were calculated from the response of the building to action of three spatial, statistically independent, time histories by taking the square root of the sum of the squares of the responses to each of the three time histories calculated independently.

The superstructure is supported by twelve caissons which are socketed into competent rock. Therefore, sliding and overturning are not design considerations.

\

REFERENCES

1. Hardin, B . 0 . and Richart, F. E ., Jr , 1963, "Elastic Wave Velocities in Granular Soils", Journal of Soil Hechanics and Foundations Division, Proc. ASCE, Vol. 89, No. SHl, Feb., pp. 33-65.

2. Seed, H . B . and Idriss, I . M., "Soil Moduli and Damping Factors for Dynamic Response Analysis," Report No. EERC 70-10, University of California, Earthquake Engineering Research Center, Berkeley, California, Dec. 1970.

3. Seed, H. B . and Idriss, I. M., "Simplified Procedure for Evaluating Soil Liquification Potential," Journal of Soil Mechanics and Foundations Division, Proc . ASCE, Vol . 97, No . SM9, Sept. 1971.

4. Penzien, J., "Soil-Pile Foundation Interaction," Earth uake En ineerin by Wiegel, R. L ., Coordination Editor,, Chapter 14, p . 349 .

5. 'Poulos, H. G., "Behavior of Laterally Loaded Piles:

Journal of Soil Mechanics and Foundation Division, Proc.

II Pile Groups,"

ASCE, Vol. 97, No. SM5; Hay 1971.

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].n ~ 1.5 .2 ~..2..5. 5..A 9.n Ir]..0 .20.0. 25.0 33.0 l00.0 CAN< I >.'4 TT[1Ns SYSTEM AMS L'<hr YSIS (liCZ TABLE 6.1 (Con't.)
T 4 l
C
MFVIFi" Cr ISSt)t.-SriII ItlTFPACTlflt'--i'if1I~F(i?--SE'1 St'.IC ANhl YSIS-<<J.F ~ I:LARVA iir~~hLI7Fn tant~At VFCTORS ~**
.<.,".AX I;~U:". ELE."Et:!T. EQUALS UNITY
DF ~* . I ~. F'REQUF.ttC.Y aa A. *a NQRYiAL I ZFR ..Aw 1 3 6891532'-.
9 ~ 8(l 1 l!79669 02 JCl iT . / TP.h HSLb I I(!"!
L engage>nq---- --
X Y 7 X Y AD 91?6~7 -A.nnl?93 -O.Anti?33 A.pnpnon . p.ono463 -n 3 1.OOOOCQ. .-A.ono.a.99 ..O.no0007. 0 ..OOOQOO..O.. 00.0557 5nn A.9n5t-aa -n.nnl?93 -n.nnn?33 A.nnnnnn n.nnn 63
?An n.ol?433 n.A57?nn Q.nln381 A.pnnnnp 0 ~ 000463 A.
n.76oa55 n.naaggti AARH?4 n nona~5 A nnn391 n 22 9.45i'682 0.037059 . 0.005?66 0 'OA501 0.0003nn <<A 23 n.259333 0.02.003 . 'Q.OA?971 A.OA0395 O.nnp?35
0. 1 L725 aaoa,a.ss~.~aa i7a. <<r
~
?5 n.n36348 0 F 01?P90 0 ~ Onnal? A ~ Ann]28 O.nnp!na <<n 26 0.003457 A.nna>>.3ii n.onnp38 n.nnon35 O.nnon39 <<A A.oi?a3g n. Ag7qiig O. n 03175 n ~"AAAAnn<<. A Annal% <<n 27 A.769456 A.p]477o '.'nn2699 ~
A.Ann!30 -
~
o.nnn391 <<A 28 0.458taR3 n,nll33A A.OA!610 0.000153 O.nn0300 ri 0 n.?5o334 O. GQ.8867 ...0.0.0.09QR J. 0,000pps 30 n.!1775? n.nn6ana . n.Annal! A.QOAA78 0.000170 <<n n.n36349 A.AA3oal .
A.nnpl?6 A.nnnn39 n.nno pil 1 A
'20 n. On3~<< A. nn I it 7~ n. ng Qn1? A.AOAA~ 1 n nAQA39 -n A.912433 -0 ~ 017476 -A. A03169 . O.nonnnp O.OA0463 n A.769056 <<n F 014769 , -0.002695 <<n.onnl30 O.noo391 ~-p.
Qa A. ucthh83 0 j>~23 =Q.. n QZXW9
-A OntL3+'3 A nno3nn n 35 A.?59334 O,nni~A6!'A OOA9OR -n.Anni?l n.nnn?35 A.l!775?. <<n.nn6ann -A.AOAalo -n.nnnp78 Q.QAO>70
%7 n.n3y349 <<A nn3938 ~ -n nnnl?g
~ 0 1 --n nnnn%9 A,nnnlna A A.003457 .
<<O.nnla77 .. -O.Onnn!2 -O.norm}1 0.000039 -n.
?30 A ol?433 -n.057188 -
. -O.nln375 A.OAQOOQ 0.000463 -n.
3o n.Z69456 -.Q. Aa.B.Z.ti .
-A ..An,R.621 -n,nnna2$ n ~ 000~91
<<A an A.458&83 -n.A:470%] -Q.nn5?65 A.OOA501 n.A'Ao300 n.
S ~
I ~
II,. 6.1 Con't.
a]
u3 0.25933u
n. l 1.7752, n.n363u9
.. -0 ,07R997
-n .017pav
'n.
-n. 007'070
- o . 0 Zn9u Z.....=O. OA13u3
-n. AAAul7
-n.oon395
-n.pnn255
-O.nnp178 0
0 0
.000735
.OOOi70...
.nnplnu
.000039
A.n
-A.n,-
-A.n
-0 Ar
~
uu A. AO3a57 .ApuRx3 Annn3R -A.Onn035 A ~
9051 $ 9 .0571sz ... n. 010377 n.poppy' n .QAOu63 n.n, 0 76'37 56 0 ~ nu8797 0. AARR]6 n.oonazs .
.0 .nn0391 -0.0 u6 A.aqu9un n ~ 037pi?8 o. 005762 n.oonsno n .OAO30O 0
..07. 0.2572.0'K 0 .0?8't?M O...0029.68. .0.000395 0 . 000235... -.n=. n 0 f 77R 0 .n7o979 n. 0013a7 n.nnnzss n 000170 -AD 0".
u9 cn 1 1
n. 036nuS
0. 0 0 3.<l 28
. A
.0
~ A17R79
.PpilB30 A nnnall
.0. 00003R 0.000178 n.pnpn35 0
n F
.nnplnn
~ nppn39
~ A.
~Ac TABLE 6.1 (Con't.)
~ ~ ~ 7j
~FVIFl CA JSRA'>"Stilt 1NTFPACT JOh!--><POFLI?--SF JSt'IC h.'4ALYSJS--.J.F GLf'VA
i* h!flcaYh>Al J 7!=f) h!flAhi VF.CT(',fa 8 <<7 *
!':AX I!qLQ~ ELFwE>.!T FQUAlS L>h! IT Y
PQF..aa... **..FPEQ'JFHCY.aa .. *a .MllR.".AL7720. *a.
I 3.>891f5532i) on Q. 841 47Q66n-n2
. J>1":r ....1-----.-- .. - I>A!!SLATIrhi- -Pf1 I A T, I f.lha' X Y Y 2zo 51.
s2 A.Qf)5139 0.763?36.=
n <<saQan A.41749]
..0.014781.
A.011332 0 nn317$
.....0.002699 A.A016lo n.nonono O. OO.0130.
Q.nonls3 A.nnna63 A.of 03oo 000391 .~
0 3 n.257204 O.OARs.69 O.nnn908 n.nonl?.1 n. AA0235.
5!l 0.116770=.0.0QQIt05 .0 0 O.A ~i.l1 O.AOQ.O>R "
n.036045 A.003942 0= O.Ann 126 .-n.ooolna 0.0n.017'.nnno39 S5
'.onnn39 56
...-26 0 A.00342R 09 0 5 A.763?36 1 39=. 0.00147R
.Q107 0..-0.
-A.nla766 7
0.000012 0 301
-n.nb26Q5 6
0 ~ oon011
-0.000130 O.non3QI A.4549 in -A.0113?1 -O.on!f09 -n.non153 O.nno3no 2572nq . -Q.OQLLLLgn -O.non~~ A Q AA 1? 1 0 ~ O Q 0+3.s 60 A.!16778 -n.no6399 . -O.nnnalo -0.000078 0.000170 61 0.03604 ) "0 'n393R -O.onol?6 -p.ooon39 0.000104 6? O.Il93426 =..0..nn,l.4.77 =.O.OOOA1: -P.onp01g p.nnpn39
?70 A.9nb13? -n.nS7!RS . -O.n10375 o.'onoooo .n.oonn63 s3 A.763236 "
-0 na8'3Y36
~ -Q.OQRR21 -Q.nona25 n.on0391 64 0 Ilc lnn.Q -n 03L0.59 -n.nns2LS 65 n.2S7?Aa -0.02899S -0 00?970 -O.non395 O.nno?35 66 A.116778 -O.n?0941 - -0.001343 -n.oon255 n ~ 000170 6Z ..0.0360QS==..Q .Q,120P7 ~
Q 000012 0.0.0.0.1-?8 0.000100.
68 0 ~ 003428 -n.nnaR33 .
-Q.nnnn3R -O.nonn35 O.nnon39 pRO O.R<<273 A.OS71Sa A A10372 n.nnnnno A.OA0463 gQ 7 "23 n Aiina25 n. 000391 7Q 0.4~1930,, O.n37O?Q n.OOS262 0 000500 Q OQ0300 71 A.?554Q2 A.a2AQ79 0.002968 n.000395 A.000235 72 y. 1.159Q4 0 ~ 0?0&30 0,. n" j342 n ~ AOQ?55 O.OA0170 A.A348on A.A12RI A n.AOA411 A.nonl?R n ~ f)nolna a
TABLE 6.I Con't.
n. 003ann A F 000830 -
n .nnno3'8 0. 000035 n .000039 -n.nn-.
0 ~ pon273 0 ~ 017093 ...., 0 00317'5..
~ 0. OOOOOO ... 0 .Qnon63 .. -0.00r
0. 75',23' .01~783 ~
0 .OAZS99 A 000130 0 .000391 -n.n37
n. u51oxn 0 . 01) '3'34 A .001610 n. 000353 0 . nr. O3n 0 -n. nr>>
~
n 0 255" 92 ......0 .008870 .0 Qpo.no 0. 000121, .. . 0 .OAO235 A~ A 3"-
n. 115nnS ' .Qpr nnb n .nnnu11 n. onn078 . 0 .000170 AD 02
'0 Q. 035Rnn .0039o2 ,0 .000126 n. onr 039 AQ0100 0 01; 0 00340k...o .001078 . 0 .000012 ..0. 00QQ11 . 0 .000039
~
.0 0Q
<00273 ~ 01707] -0 .00316n 0 ~ 000000 n .Aooa63 -A.on-.
A 75PP 5w .01A765 .nnea95 -n. nnn130 n .OA0391 AS LC30 0 . 011320.....=0 PA1hpn -n. nnn153 n An,nano -I II ~
S P TABLE 6.1 (Con't.)
f FV IcV Ch ZSSAt"-81;IL I~TF>b('Tlflt'--<()Dfl,1t?--SEISMIC htlhL YSIS--,Z.F.t;L<tVA
+> NPR~hL I 7Ftl k'AAhL Vf'CTI3RS *> <
~..t.hX It;LQ~. ELE>>Er.T. EeuhLS..L1HI.TY
'>C PP ~+ iFREQI'E>>CY.'~ . ~* t!OR."thLIZER **
3.t ~ol t s3?0 on- 9.84147oeazl-n?.
1'~It;T . /
X
.----.-- TRhr.sLh Tree Y
..... 7
/ l X P t'1 T AT Y
I t ) t"r R3 ?QP492
.. -n.onSR59 .
-n 006398....-0. 00041.0
-n.Onn9AR . n ~ OOA121 A nno?35 R4 .0 115oo5 "0.000078 .0 OO.O17O..
.A35RAA -A.nn3o37 -n.nnnl?6 -n.OOn039 A. nroln4 r Re .A034n4 -n. ('A 1 tt.76 -n.nnnnz? -n.noonll n. onon39 3 gQ .R9o2.7.3 -O. r~571~3 -0 ..01.03.75 n.nngnnn (s'06663 R7 ~ 75H234 -0 '48'324 -0.008821 -n.nn0425 . n. 000391 ~A
&8 .45>>3o '-0.037048 ,-O.no5?65 -n.oon5ol . n. 0003AO ~
-0.3L00305 \')..0235=:
oo ol 02 n .115995
.A358nn n ."~&6 00
-0.02AO4o
-A 012886
-0 066..032
'0-o.no1343 non41?
=Q.Q00036
-0 000128
-n.gnnn35
n. nn0170
.0.'n.oon255
n. nnoln4
n. nnOAAO wn
-r n
I
F.P,EQUEt'C.Y ~* <~MOB,~ALIZEP ~*
4.58320" 6OD on '.213746 010-01 1~1iY T -TPh>>RJ hTJt'1N rnThTInv---------
X Y 7 X Y .
0.007034 -AD onnn30 0.0?5010 A.000229 -A.044549 ~n
n. OO6 o6.1 "..O.n0006S ...0 ..G2o609 n.n06961 -n.nnOOSn ,A.o243R1 A.nnn?29 -A.044549 -A 5nn
?nn -n.~a568A -n.on277n -O.o96678 O.onn229 -A.044 3"9 -A 21 ->.5515.65 ".0..0.02361 -n.RqRAPP
-n.333420 -n,001795 -0.5nes22 -0.048108 -O.n28a63 o.
-0.19ne26. -n.nol405 n PR58R8 -n.o379R7 . -0.022588 .
o.
-A.nM77R2 -n,golnl4 -0,,1?9337 -0.024522 -.O. 016314 25 n ..t?7664 . -O. A.00624 -A.A3O676 -A.ol?2o3 -AD 010039 n.
TABLE 5.1 (Con,'t,)
O] n2h5~0 n.ono%7] 0.0395]P O.n]w?65 .-n.n]Only
>p.gY +4 0* WQP'4ALJQFp a* ~7~ 3< 7630 00 ], 3o563RO ]P.>>O ] . JOT!".T.. / TPANSLh T IQR- f'Q T AT 1()N-.-.--- X Y 7 X Y ) -O.OOOPd~ -O.on]>>~1 "0.775675 g.npeop3 n.nnno] .. 3.. 0 001 0<&~ 0 ~ On-737 ll ... ].00n0.09 ~ r I' TABLE 6. ]. (Con'. ) 2 <>FVIrV (:.lan(>t.-St>TI ltJTFPACTTntt--a<r~AEl.e?--SF[St<IC ANAl YOGIS--,J.F.r[()VA i*i NnP5<ht.77F.t. > nnnl. VF.(:Tn~S ~** ~ .'<AX?!~U< ELE:~Ft.T.. ECUALS Ut.'STY.. ~ ".'9. I-. **.... aw FRFQUft!C Y a* ..A* M(lRt".Al T7FR.. *.A &,R7634763(l AA 1,3+56 3R410-01 TF At;SL)y yC! 3'r TATlnN---- X Y 7 Y 5(I A 200 -n.qAARRa 0.012<<RQ n.n]n762 Qn!Rel -0.381333 -( .3?pps3 = '.105nan 0 ?0439? 0.225301 n.n?5921 ..Q.A25921 .. n.nnn912 n.nOOo12 O.A17 315 A.rln0771 ?? 4 rln67? 0 -A.247A61 O.A19267 A.007793 0 oon p91 23 24 A.A019ae 0.003920 --.=.D..L93352 -0.139643 '0.011808 ='.D..D05902 .0..002~52 n.nOA046 '.000n65 n.nn0330 ~6. . 2$ 210 O.OAO645
0. 0" IL02.<

A.A12at 0 -O.085934 -A.3R1531 - ..-o.no7752 '.211106 "0.001130 A-.ILQ.00.21 n.n25921 '.ILD0071= Q.AA0206 n.on0912 ?7 29 ?9 n .n!0 7s ? A.O.O 6 n ~ A03o79 7'.O. . A.3224?n 24 7.1.69 -A.193<<52 O.O'93A24 .0; 012966 -0.009965 A.A16933 0.007199 A.oo)412 A.000771 A n AA0391 ~ nona(93 30 3L 32 - n.n01916 Q. 0.006'l.5 A.AQAA7a . -0.139716 -0. 085~99 -A.A3??42 '-.0. -n 013645 >>'0 OQ03.15 AQ1749 . -n.noo3o3 A, g(J 305 -n.oonR76 A.000334 0 $ /0206 O.ooon77 2?n A.A12<<en -A.3Rl705 0.19R609 0.025921 A.On0912 33 r>..O)n76p -n.322c6R . A.nR?aon g.nl64 pl A,AA0771 34 n.n067?1 . -0.24730? -- O.An5725 0.006506 A.oons91 35 '.003978. -0.19354] '0.013542 0.001~36 -0 ~ 0006IL9.. O.OOO463 ..36 0.001910 -.0.139229 .-0..015262 0 ~ .00033." 37 A AAA6<<5 -n.nnnn>n 'n.nnn010 -0.001658 n.nn0206 yA n. rlnnr7a -A.A32?57 -O.nn1795 '-0.000919 ' 0 OAOA77 230 n. Ay2<<R(t Q. A259.21 ..A00912. gO A.010762 -0 '?2735 " 070333 A.015R40 n.ooo771 an al '.0067?0n ,9 no%978 -n ~ ?47430 -n 19364 . . Q A Qnlrl77 -n 0 nl76na n.n05R21 0.001396 n.000591 n 000463 ~ w ~ 6 . ~ 4? n. AA1918. -0 '39p5? -0.017099 -A.AAA958 n ~ OAA334 ~ ~ TABLE 6.1 (Con't.) pc:C Af yAIF)h Ch JSS(l.)-S()IL JA(TFPhCTIA( --HC)AFt e?--SF ISTIC ANhLYSIS--J.F.l;L()VA )l()A~hl I 7f I) Y-(l()hl VECT(MRS +. "AXI(')J!! ELE"E!(T.. E.VL>>LS..U!!IT.Y.

DOE x~ ..... *~. FREC).)EHCY. ~~

A.R7634763() On .. **.)1!QRhthLIZFR 1.30<63R>>JD-OJ .....-.TPA;-lSLAT IQH, . r () TA t7 Jnr ----- ~ X Y ,Z X Y g2 , -AD 001074 A.017315 0.012066 0 007109 A.00059 o)3 .. . "0.000645 0.013.15.1 =..0.009965 otP02412 P.OA046 AD nnn316 'A.OA97R7 -A.0136>>5 -n.nonSA3 n.nnn334 -0.AAAIOQ) A.A06n?3 = -n.noR315 -n.001305 A.nno?06 -n.nnna76 nnn077 ?60 . -n.nnlaee -n.O01678 '.O?6551 5 n.19ebO9 0 F 0259?1 A A.PA0912 0.000771 57 O.A2?438 n.nR2400 0 ~ 016421 OB '0-00107l1 (L.OL7202~..505Z 0 QQ 6.5 Q 0 0.55 o5~9 9 -n.nnn6>>5 0.013>>63 -0.013542 0.001936 O.n00463 60 -A.pnn316 A.AA97?3 -0 A15?62 -n.n00609 n.000334 01 - 0 . 0 () (l 1 ) 0? 0 ~ PA59R3 g gg+RI Q -A.gn195g n.nno200 "() 9 0 0 () 0 1 A.nn2?aa -n.no1795 -A.OOn919 n'.OO0077 62 = 3 ?70 -n.nn>>RR 0.026353 0.. 1R4414 A.o?5921 0 ~ OA0912 "0 00167R 0..022270 0 07033 0 0350VlQ A.llg077 64 >>A.001074 A,pl f074 -n 'AA1477 A.npse?1 A,000591 ->>.nnn6>>s AD A1336? -0 ()17604 ().001396 A A00463 ~ ~ ~ -n..A Ann9sq n t nn03za

67 -0..000109 n.005939 -. 0.009373 -0 001633 n 000206 68 -0 000013 0 on?227 -O.no}848. -0 ~ 000967 ,. 0 ~ 000077 2"0 -A. 0".331

-n.n}163.3 90.355205 =0 .2252'3 A.105075 1l, 02s921 01751'4 n on0912 n.nn0771 n.3nn?2a n 7A -0 AA7342 n.?3A171 0.01925R 0.007793 . A.nn059 1 2.1 l,A+ 93A5 Q 'IAQ13ll Q llA590~ () ~ A029$ 1 0 ~ 000g63 72 -A.ll02113 " 0.139097 -0.011011 n;ooonab . o.oo0334 73 ~ -A.000715 0 ~ OR0060 -0 nn7752 -0.001130 09000206 74 -AD 0.000~Q 0.030022 -0.()nj696 n.nnon77 'n.nnn827 ?0)P -().013443 .AD 355A67 n.21!in6 090259?.1 A.nno<12 ~ ~ 'hC CV h ~ 7 ' C c I TABLE 6.1 (Con'.) . r>AO6a5 -A ~ AR6AI 3 -A.AO937'3 >>n.no]6'5'3 .AAO?06 .00007a . ..-A 0 3?? 73 -. '-". -0 . 0 0 1 8 a 8 -0.000967 .. 0 .000077 ~ e s 9 ] rr g p. n o?69?3 n.??s283 n.n?S92] n .0009]? nn]67p A n?27'5? A.]n5A75 n.n]75]a n ~ 00077] 0 ago]oja , 0 017aa3 0 019258 0.007793... 0 .O00591 . nnri6lr 5 n .0]365] -A.nn5907 n F 00295] A .Anoa63 .nnn3]6 .009859 -A.n))8]1 A.'OOona6 00033a ), . O . non.10.9 . 0 .OO6O67 . =-O.A07252 ..-0.0.01130 .. 0 .0002ne .Anon]3 n .nn??7s . -o.no]696 -A.Anne?7 n .nnnn77 .On]BRa ~ 0(i 1 67P, n 0 .APE 72 0225".5 , . 0.?] I ] r]6 O.Q'?302a n.n2~92] n ~ $ 1 6'f33,..... n o .nrioa]2 ~ OAO771 ~~, ~ ~ < TABLE 6.1 (Con't.) 75 .o] ]6 ~3 n. 3nn057 n .no30?4 0 .016933 n .nn077] 76 v7 .op7342 . nn)~3i;3 .... . o. 23on43

n. ] Rnn 5I)

... 0 n .012066. . nn< 96'5 0 .007109 o fln$ 4]2 . 0 n .000591 on0463 7R .nn?>> s . n. ]3nn?s -n n] '3645 ~ o .qon3n3 0 .000334 0 .0007]5 n napn]5 -0 .Ooe315 .001305. ..0 .On02n6 . n .norm~3 0 ~ n3onna -0 nn]749 -n .000876 0 .Onon77 n 3np .0]3443 0 354A93 0 ]9&609 o .f259?] 0 .noo9]2 -n . 0] ] 663.... .

o. 299909 . .. 0 .082400 Q .016421 ..0 .000771

.pons<] c 2 . 007342 n. ?2o93]. n .nn57?5 n .0065n6 -n .n]3542 .nn]936 -3 on4363 .0021]3 ]79<4& .0. 29961 ...:"0 .01.5262 n -0 oops oq n ...0 ~ 000463 ~ Ono334 ~ n TABLE 6.1 (Con't.) SE <** bf<4MbL I 7FO hX I uLna ELE>F . I)QE 3 a a ...... I4 R.F76347/ 3f) nn P*.....*A . 5956 %Ra 3f!-nl -I Rhf'SLh T I II'! X Y ...P. 6 -o. 3!Q n A134lf3 A ~ n 1.) Ra Q. R9 -n. 004363 <n -0 n02113 ~ 0.129888 -9 I -..n.. n.nnon77 >>OE a I.San736San ,I f) I .'4 I /------ ---- X Y -A (84379 -n 0?? 4? ..-0 <<0 .!) f6791 ?1 -0 R3Ro7 . 00 .84SA7n 0,OQ.Q ..-,.0. -n.n12493 ?2 -0 .637'I"0 ., -n AOQWIR n . ,'n.oon343 ~ ~ ~ 24 -0 .?6OS91 ?fo -0 .107232 -n . (f 6%47 -n 1 0 n .??5XS2 .307371 . -O.OAASQ6 -n.ons541 -. O.onni65 -n., ~ oonna3 -Q.nonlS7 - 'n-n.onolal -n.nonf nnon53 2R ~ q TABLE 6.1 (Con'tJ ?7 o6 .?5975n pO n 7R 3/4 >37<<77 u'105? u .... n 0 .-199 1>>? n .1SSRqn . "0.002237 -.o.no>161 -0.0002>>9 -n.pnol77 ."0 opn>>n7 .onn31R n.r n ~ c1 n 26CiQRR n ~ 1?$ 7O ~ n { ...,..0 1 "4 1 n 107231 C 32 )65<<7 2?n 6R598o ~ <<o ~ c 33 6 47>>7R -n .1~5o6? )60<Ro h ~ .110761 .. '. 0.0006ila ~ 2$ R 3ljF .111660 .10635&. .0~&716 .~7hlnn 007+Sf Q.n12"51 'n ~ .77q<56 sln30Q7 .631?2n -n .~i6xn5 n.nn7nRa -Q .25P3!16 -0 .365303 ..0.001908 -7 n .1nb3'SR .?2nan? g+A1 Ii7 Q .<"465o T ~ TABI.E 6.1 (Con't.) n "F YII-> CAI SSII"-S~IL > +* 'IIliR><l n ffEVISl'hISSfff -Sf! TL It)TFffbCT IA~:--MADFL42--SFISf IC bNn!.YSIS--J.F.rtnVA Mflf>>L VFCTf'!PS ~*~ ~ !T= EQUALS. U II.T Y.. FI'.EQUEf'!CY.. 1 NflRI!ALI ZER. )i + / -ROT afIOff------ z X Y R5 -n. nnn71q n.07<976 -A.Ance!n -n.nn!4SR n.nfin2O6 000083.... 0 Q29991. =0. 005 7..'?5 -'O. 000919. 0-00007,7.... n ~ 35af 9S n ~ IRaala n.n?59?1 0.000~12 f) 7 -n nl~ 1 f f~3 n.2~9742 n.n70333 . A.OOO771 AR 0 .!! "2 A gnqRPi 0.000S9] 0-179R45 . -0.0176Oa o.oni396 A.000463 -Q.O17n99 -0 '009's8 n.000334 -Q..n,0.1.633 0.000206 a2 000083 O.A2997a -Q.QOIRaa -n.nnnnn7 - +* FRF.(3ffF.ICY a* ** gPPMALI7FP ** nl 9.0?72797<)0"02 If)h WSI b T'IPN Pn I h T lnf --'- Z X Y -n nn1X~ -A.nnnlg~ -0 '00/?p n ~ 9019f)6 n .0!096R -0.0012Sa -O.oonl57 Q.OA1089 "0 .n2?Sa? -O.nOO9?O -O.QOQIS7 =. -A.O0062R 50n 200 0 01.531.1 -A.Onn67R -A.AOQS31 n .&47887 -n. nn7!94 -O.AOA7?0 n.onoa07 23 -n >>~n52Z o nn7~np -n.nn3n%7 n ~ <<nffnS49 0 .366197 -O.001734 -0 '00230 ps 76 -n.on<<le.R -n.nno?77 -n .000531 n.; -n.onn<<69 -o.nnnln3 -n Onn?3n fill%'i+7, Q fllll1$ jCI -n.0000<<r .0001>>l. (\ ~ .OPS~75 -n.nOOOnS -n.npn009 -n .000053 n. ~ -n . 30?.>>6? n.no3061 -n..nnnle7 -n ono62R 7A3897 p .25S60? .0.003124 '0. 0000 75 = =0 .000531 0 ' n.no21?7 'n.nnO166 -o .nop<<07 x5 >>SC-.2>> -n ls336] .. n.nn13nl n.nnp>5n -n .on031R n.pnp]na -n .nnp23n n,c TABLE 6.1 (Con't.) n.nnn1na. -n .nno230 n.(!3aS?a Q.nones'.nnn??2 i.nOOOe 1...... -0 000)41. ,.0.020501 016<)i .0?%769 . n.nnnn27 n.nnnn2o -n onon53 n.n1n?22 -n.nnniS7 -.n .nnos2H -A ngg513 ..0. 011'!29 0.000476 =0 .000531 n.001.6~5 n.'nOn638 -n .noo~n7 n ~ n3?097 n .aa6gno .505! na Q.nnan9s n.oonS?2 .none!a AD n3gnaF; 0.. 000306 ..-0 .Qnn230 . 0.03ri52~ n.nnn61n n.nnnlv1. -n .nnn!~i 0 n2ii )01 "1 f I'21 -n .nl.axn1 n.nnnn63 n.nonns3 . -n .nnonS3 n. n ~~? ..-0.0<52<6 -.0. 000157..- n .0006?R -Q.no~13 I ~ I5ITFh)CTIAhl--'I(.IOFL>2--SFISI" IC ANALYSI S--J ~ F. ('LIBYA 17F(} ~(}(}hL YECT(1RS ~>*

, Mh X 1.1U.I. ELEVFKT, E(}UALS UNI TY F'F aa...... w* FfcFPIIFhCY. AA 1.SII0736540 01

. a5I M(}RNAI I7F R O.O?7?7976(}"n2 .J f'. I ~. I Tk?AW:SLPTI(7H- ..., .. / T <'r II }7I-.--.-- X Y Z X -0.767765 8/I ASS7 -0 A i 24iI2 -A .Onn677 -n .Onos31 n. 70. 71 72 73 .... -0;6?6188 -A ~ :I43noo -A. 256S713 -9.10.5( 55 . 0..644427. A,sA4334 0.364241 A 224.1.I1.8.. -0.0071)27 -0 003953 -A.AO173? =P.QAQsnb -0 ..Q.Q.Q 7 1,9..=.0 .AnOSaa -n A00342 nnn16S QOQ407 -A ~ ooo3]8 -n .Aop?30 -n Ofi01 41 A. A A -A. n -n. noooa -0 F 000043 "0 .nppn53 63? "53'. 74 1 0 A. 084 n56 1 r . 2oo -0 66(1147 A.302920 -A.nO55al -0 ~ 000157 -o .000628 7S 76 -0.767765 -A.626188 0.255989 O.lob?S8 . =Q..QQ9188 -n.002237 -0 ..0 O.O -n .OOA?49 21.7=-n 0 ~ .0$ OA0407 "7~'0.-A.lo56s5 77 -0.443n99 2565.43 A.153593 -0 ..110929 826'O.nno119 -n.nnilbl "..0 ..QS.A.469 n ~ 000177 -A. non 1 03 -0 .nn0318 -n .nn.o230 r 30.0 79 ~A ~1 -n.o1632n =0-66" 1)7 -O.71776s A.ot n.n?5s99 =.0 ~ 306.oJ -A.25o364 4 -O.nnono5 O.Q.93.061 O.on3124 -n .Opn045 -n .Opnnn9 -0 ,OOOO 57 0 OOA07S -0 .OOnial n A .Anpn53 .OOO628 -A .nnps31 'A. n. n. A I22 >>A 6?61HR -A.19RA45 A.002127 n 000166 .Onpan7 A. r-3 -n.'lIn3nn9 -0.155618 .0.001301 n . n (I 0 L5y -- A ~ Anox>8 A ~ F 4 -n.25I563 -n.112391 0.000609 . n OOQ108 -n .AA023O n. r 5 -A.IAS6S5 -A 069164 O.nnn2?2 0 .oOOnbi -n ~ 000141 . n 86 s7 -Q.Q16320 9 660In.7 -A 76776S -..0.025936 -n.999962 A Paar ~4 '.nl263 ..O.o.on021 O. A11429 1 Q .O.O.Q.O2.0 -n .000157 non>>76 -.. 0 ..O.AO.A53. -n .Anob?e -0 .nnos31 o. n. r.Q , -A.626] I'6 Aqa~591 O.nn7A84 n Ann638 -A onoaQ7 n A.443A+9 -0.506810 o.noan98 n ~ 000522 . -A .000318 - n. oo -n.?565>>3 -O.36603A .. - O.OO1908 0 .AOA348 -0 .nno23o . n. ol .-O.105h55 =n.225249 .O.np.nbl.n n .Onni81 -n .Onoiai n.= o2 -n.ni632n -.n.,084468 O.norm&3 .onnns3 -0 .OO005'3 A. ~ ~ ~l TABLE 6.1 (Con'.) A1 -n.n37733 -n.nnnp73 n.nnn38? n.ooof?? -n.onnfo3 . c2 ... . -0.0~&50~ .. =O.Oe0102.. ..O.000033 n.oooo32 ..=0.000036 ..... "5:E 1.'. ~ ~.......... ia FRE.G'IE! CY. 3,19<1?9n7[) Of w ..........*+ 4QP.!1AL I ZEH .** -3 '0730<83D-nf .JA1<T ..i. -TPANSLATTllM .. POTAT10N------ X Y 7 X Y -n.nasFc? -n.nnn730 'n.nnon3R -n.onnnng -n.nnon3n 0.0055.'<5 .. n,000277...;. 0 000028 -0.0.0000':..n.oOO057 <t TAHE.F. 6.1 ~F < I Fi' ~ I SSf>>'"SAIL INTF>ACT I flN-->POFL 27?--SF ISTIC AllALYSIS<<- J.F. (-LfiVA ++* ~ I R~hl I 7F(l !1flflAL Vl'.CTPRS *0 ~ ~. l'AXI~~U< ELEt'E."(T. EQUALS L0NI TY.. ~ F! F <3(!F>'CY w x . Vi(lR!i A I I 7 F R ..* a p ~. 19~1?'>O70 01 -'27.60730o83D-01 JP. I.". T, I TR A!0 S L. A T I ('."l ...........PQ TATIu!--------- X Y 7 X Y sho {IQQ8?7 -0.000730 -o.noon?a -O.OOOOOS -0 .oono3q -n 2(30 ...., .-0.050260 .... O.Q32392 ..... "0.0007.01 .-O.nnpops .-n .onop3P -n ?1- 0.2?71 18 O 027'7770 -n.no0579 -n.'nono30 . -o .onpn?S . n 11 816553 n.n2no87 . -o.ooo337 -O.nooo33 -n .Oopoi9. h L ~ 00099/ P. 016il 2il -n. 0 nnggZ oo002g -n o() Oh]5 n 2< O.8%51pil 0 ~ 011862 -0.000083 -o.OOO016 -.0 ~ 000011 -n. 25 n.aVna63 o.on7xon -o.noep2S -n.ocono8. ~ 000007 -h gJ(~6.. - .0.096359. 0 ..00273.7 =0 0 0 000? -0..0.00.002 =..0 ..OO.OO.O2 =.O . ?Io -n-.o50260 0.00<<SS -O.OOO?~1 -n.nonoos . -o .ooon30 -n 27 0.?27119 n.no8a13 -0. 0 00189 -O.oOOO11 -n .000025 n

e. 8M55.7 Q.me.61lsp -Q. QQn10< -O.gnnn1~-n n.

29 noooop O.OOSna8 --O.OOO056 -o.oonoo8 ~p .Qooo15 g 0.855107 O.oo'36~~6 ~ -o.hnon23 -n.oonnos . -o .000011 .31- .. Q.!17".~65 .0 0022Il3 -0 Q.phpp.6 .-o.Oo,OOn2 . -.O .npoegz -n h.n9b390 O.f1oera1 -n.f0nohon. -O.OOOOO1 -0 .000002 -r 2?o -.n.050260 -O.OO98on O.oon163 -n.noonhs -o .Onpn30 ~-n 33 9.227113 .=..0.000202 '0.110j!155 Q.pen~/ -p ..Q9.00? 5 0.816553 -OS 0063149 O ~ O00101 O.OOOOO8 -0 ~ 000019 0 0.99999S gpr!969 '.ooon60 o.oonoo7 -n .oooo15 n 055100 ,-0.003SB9 0.000029 P. -0 '-n ..ooooo7 0 PQ.QP65 0.0.0 0 1.1 37 n,n7Iln63 -O.OO??08 O.onnnlp o.onn003 -n 38 o.o9t380 -n.hnn~28. O.OOOOOI O.OOOOOI -h .onoon2 -n -0 0, oonons -0 9, oooh3n -n. X9 n.?2711!2 -0 027?43 ~ . 0 000506 O.OOOO?(l -n .000025 0. ao n2 0.816553 0.8%5103 -0 020886 ~ -h.OII~OR 0 ..->>..M ooo33n O.ohno88 n.n00031 O.OOoo16 -O .000019 . 0O0 .-n .OOOO11 015,n .0. 6 TABLE 6.1 (Con't.) 'I 7 -'I 0 6 3 n.pn7pqg n .norm?R n .nonnna -n .Qopno7 -n.o QA n n 9 6 3 P. 0 n.on)720 .. .. n .nnnoo3 0 .000002 .Qoon02.. -'n .npnn3n ... -n.o )ao hii 0 70+ n.nx)2~6 . -n .nnn7nn .nonnns -n.n )P 4 I4 2'4 n n)729ij n .nnn57o. <<n .nnnn30 -n .noon)5 n.n 1 0$ :l7 n. 020<16... =0 000337 <<0 QOQ033 Q .00001~ ... n.n 0 go)Ching.9. 3p(i n.nl6%7n -0 .Onp187 -n .OonC26 -n .nnOO15 n.n n . nor.591 n.nllFp.s -0 .onno83 -n .nnnoi6 -o .ononll -n'. 0 Q . 'l 7 007.)76...."0 -0 . 0000.0.8.. "0 .nooon7 =O.n l.'.'n nO n 0 ~ .OOQ025 . sn .0~%AD 55 n.on)72p -n .nnnn02 -n .Qnnpn2 .Ooono2 -n.n 2m <<0 ~ n(f97<wp n.on~f77 .nnn701 -n .nnnnns - -n .onQn3n .n. 0 22.S,'I 22 n. 0083'l -0 . 0 0 Q.l 8 9. 0 ~ CCOQ1L -.0 .Onn025 .. . C.n TABLE 6.1 (Con't.) RE '1F c ' Sstit.-s() Il I tt TEPAET It)N--~nf)FL4?--sF I st'Ic ANAL Yells--J. F. cLP~A ~** NnuMALI7ED ~nnt1L VFCTt)PS *~* M A X I t1 U ~ E L E ."'.F. IIt T . F 0 U A L S,.UN I T Y

... * ~. F R E G UE N C Y.. ~.4 .~~ ..NURHAL I ZER...~,~

2 1 p 3 ~ t oo]?'~070 01 -3 6n734o83t)-ni ~ JQI':.I . I........,TPA:"0"-LA.TIL'N / TAT Intt--<< X .Y z X Y 52 0 8 1 n 543 0 'nt339o -o.nnnln4 -n nnnO11 .nnnn19 ..r3 ... 0.9 23B4 .. ..0.005nnB. . -.0."OOOQ56 -0 000008.. ~ .-0 .oeoo15 r4 o a48591 n.003617 -O.norm?3 -n.nnnnnS -n .nonnll I ~n. 260 0.47t)849 0.003833 -n.n4979S

0.000233
n.nn2??6
-O.on9B78
=
-n.nnnnn6, "0.000000 n.nnn163
-n.nnnnn2
-O.engeny
-o.onnno5
-n .nnOnn7
-n .nnnnn2
-n .000030 57 n.2?s428 -0.006348 n.nnn155 o.oonno5 -n .OOOO?5 88..0.8I0308=.0.008000 '.00010 .Q. OS.Q 0 0B =-.0-n .000.019 0.99?364 -n.nnsno9 -n.nnOn6n o.nonnn7 .ononl5 gp 0.143'.591 -O.nn3617 O.norm?9 n.nonno5 -n arm,opll 0 470B49 =0.002226 . .Q.Q00010 0.0.00003 =0 ..o Q.o.o.n.z 6? n.noa655 -n.nnnt,35 O.nnnnOl n.nononl -n . 0 n 0 0 n 2
'n
?70 -n.049795 . -n.032315 . O.nonb?3 -n.noono5 -n . n 0 0 n 3 0
63. .0.225428 . =0 Q27309 . ..0.0005'46 0. QOOQ20 .-.0 . Q.G 0 0 2 5 h4 n '~1 034R -0.02no37
-n n)f3BS n.000334 O.nnnn31 -n . 0 0 0 0 1 '9 65 n,o9?3/4 ~ n nnnl92 n.nnnn25 . no0n 15 66 ..0..3465".1 -0.01.1M' .. . 0.0000."8 0 0.00.0l6 =0 ..0 0 0.0 1.1 67 0.47OB49 "0 nn7?~2
~
. n.nnn02B n.ooonna -n .000007, 6A n.n ?56%5 -n.on?731 .. n.nnonn3 O.OOnnO2 -0 .00000?
.280 -0.0%nn2J O.II32223 -.O.,Q00700 -0 ..Qsa.e.ex= .000030 s9 A ?2406Q n ~ Q?7?31 -n.nnnS79 -O.nnnn30 -0 .Onnn25 7n n.sns3s7 . n.n2t3877 *
-n.nnn337 -n nnnn33 -n .Onnnl9.
7J n ot2y? t? n. 01k.33o . -n.oen~a7 -0 norman -0 nnnnl5
~ r 5 72 n.B433S4 O.nllann '-0.000083 -n 000016
~ ~0 .noooii-73 0 '67o42 n..nn7?62 . -O.noon?5 -O.nonooa -n 000007 Q4 n no+nn2 -0 000002
?on -n. n4o421 . n. ni)o~ 1r . -
-n. nnn?41 -n.onnnn5 -n.onnn3n
~ n TABI.E 6.1 (Con't.
4 7'5 .JPa{lb9 n. nn8p9a -A AO{11R9 -A. 000011 -n .Qnno25 A 76 ."O'5357 o. of!6359..... -Q. 00010a. 0 ~ 000011 ... ."0 .eooois
-n.
'n 77 '>P A 7{? nna077 -n. nnnns6 nnnnne -A .nnOA16 , A
~
"-n 7Q Son 0
A ~
~
!{a 534>>
({Qjna 7 QAROt a
{la94$ 1 n
n 0{> 3s9>>
A07$ 1$
~ nnnap9
-AD 0099an
'n. A A{in{1? 3 (loon06 Annonn
n. non163
-n. QAAOA5
,nnn.n n 2
.-n ~ onono1
<<0 oonons
'n <<n .nnon11
-..0 .Aoonn7
.OOOOO?
-n .nnoo3o A
rP
.22>>059 << 0 ~ 008>>00
-n. 006>>an
., O. A001<5 0 n O0 0.05 =..n . Onoozs....,
-A . On {ln 1 9
~n
~n
~ RO53c 7 n. nnn1A1 , n. oonnoa
,AS.SP6P A ~ nnqnan n. Anon{:n onnnn7 -A . nno{l1'5~
ca .!{A3<ha ..-0. OA36an n. OAAA$9 gonnn5 -A AAOnll A
TABLE 6. 1 (Con't.'I
PFV JFil C A I SR(>!i-."<> IL 'I "I TF RECT TAN.--'<PPFI. ¹2--SF ISTIC ALAI YS I S--,J ~ F ~ I.LARVA
~** Nr7>> Al J7EA FflPA1 YFC T(iPS **"
~..HAX ]4.'U!" ELE!!ENT.. EQUALS Uf'll TY
~ iF. 4 %., ~ . a * . F I0 E 0( i F 0! C Y. ** MARNAI, T 7.FP.. *A
].54('73654D 0] ~.027?7<7hP-A?
....16~1 "T ~ -- /------- - - -TPAl!SL AT TI:I'!- / / '
-rQJ~TIQY----
Y 7 X 37 -A. 107231 -n.ohR]61 n.nnn??2 n.onon6] -A ~ AA014]
. 38 . .. -o.o]6547.. -0.025s60.. . .0.000027 A.000020 .. . -n.oooo53.
23n -0.68%9r9 =
-A.99Sn9] Q.n]2R3] -r!.Aon]57 -n.nnoh28
-0.7F.'3i(~7 -A.."an<i?2 -
A.A]1429 AD AAA476 -A..00053] l an -A.637'L78 -.'Q.E.aa.107 .0 AO7ARa n nonhXR . A Af',0407
~,7 4] -n.aSA52a'0.504s53 0 A04098 o.non522 -Q.QAQX]8 42 -A.2hn589 '0.364ann 0.00]908 0 000348 -n.nn0230 l'-
63 =.0.107231 =.0.22!!?06. Q QQQ61Q 0. 0.0Q JBU "Jl ..0.0.ki <>.1 uu -ll,ll!6567 -O.nea092 Q.nnnn63 n.noon53 -O.nnon53 lr, 2l.n A.h761nn n.99hha3 -n.n]5298 -r!.QOA]57 -'A.nno628 l'
-0.77uu.56 0 002233 ...-0..0.12!!02 -A.nngh77 . A.On0$ 3]
li 6 -O.h3].?2A A.645712 -O.nn7187 -=n OQA719 -O.AO0407 r.
47 -A 446409 A.S05xan -n AA3953 -n OOQSll8
~ -A.nn0318
-0.256306 2.36006!l -0..0llj 732 -n nnn342 -O.QA023A 0 49 -os IA635R, A.?2as96 . -n.nnn506 -n 00016S -n OAO141 A Obli]6421 A.ARa?23 -A.norma] -A.OO0043 -n.OQOOS3 n
>~A -ri a Ann i 0 I S7
-A nn062R "
~
l S] -A.774956 n.257666 -n.ona]R8 -A ~ AAQ?77 -o.on'o531 '. 0 52 -O.hx]?20 n.]97Saa -Q.A02237 -0 n00249 -n.onOaO7 : .A 53 ... =0.446" 09 ..0 15459~ -0.00116L -0. QOKL77 -A.OA0318 .
0
'A
-0 ?5F 34h
~ A ] I ]h55 ~ -0 Annal 9 -n.onn]n3 -A.nno?30 55 -A.]06358 AD nh8711 -0 Qnn]19 -n.nnnoa5 -A.onn]al
'c6 5 2so -0.676100 -o.30a929 Q.n03061 -A.OQ06?8 C'n.oon]57 57 -A.774 ?Sh , -0.257hl'7 0.003]24 n.on0075 -'.OA053]
c;R -.o h.3.].2?.A ..
=n ..I 9756.0 n,nng 1.27 g gnp]66 -n;OQO407 S9 .-n.aoh40~ -n.] %lib]? n.no] XQ] (3.AOQ]5n -n.oooo]8 Py ~-
'l ~
TABLE 6.1 (Con'(:.)
2 ~F" IF> C~ ISS(>>'"S!1IL I<'TF4'.ACTION'--.".CiDFI <7--SFIS"0IC ANALYSIS--J ~ F.GL(lvA
+* g(092'AL t7Fn:~n()AL VFCT( WS
~..."'AX I'<UK ELEYiE;!T EAUhLS UNITY *
.":ODE I6 aa.....++3.19<129070 FFE(:UEr'CY.~+ ..... *.+ NORt"AL.IZER **
01 -3.607349~3n-ol J Cl t.".T......./ r;SLAT I( ~t -401 AT I/JN X Y 7 X P.$ n .4679a? :-n .no??an n.nnonln n.onnnn3 -n.nnon07 pe 0 .095nea.... . -0 .nooean .......... o.noonol 0.0000n1.. -o.nnnnn2...
31n <<0 04034?l -0 .nx?x7a n.nnne?3 -n.nnnnns -O.nnon3O P.j n .?papo9 -n .027361 o.nnns46 n.norm?4 .-n.nnOn?5 2" 0 .9053S7 -0 .020977 -
0.000334 -'.OPOI!.3~ =.0.000n.i9 n .986262 -n .016417 ..-, O.nO0192 n.OOnn25 -n.nnOn 1S
'.000088 00
.91
~
n .~43354 0 .0 679 n .095n2 92=
4
-n .011857 0 .nn7796
-0 .0027'36 0.00002 0;000003 n.nnnnl6 0.000008 n.nonnn2
-n.nnon11
."0.000007.
-n.nnonn2
~ODE +* *+ F<E(!(>FACY +* ~* l7npr!A1 IZEP *~
17 4.433721n10 01 -6 45681993D ~
J(lt NT NSL AT I@M ROT A T lnN X Y z X Y
2. .0] 30 K3 n.ossz55 nngspn p.041951 3 13964 -n .014072 -0.0S5311 0 .006843 -0.080559 5no 0.180357 -n .013n13 0.038174 n .0075?.1 . ' ~ 041964 2nD n. 7.95.1.32 0 ~ 440/54 QnnpQn 0 007S o 'oa1964 71 n.S933?7 .372<5? 0 $ ~2Snna 0 ~ 043385 n.035463 22 n.n(09777 n .?VS674 0.4703792 n .O47349 n.02718(l
?3 -n.37eR?.1 0 .2235'31. 0.26579S .036032 .0.021210 74 -0.50<827 n 1614 59 0.117520 0 .0?2963 . .01053 67
'.009a57
~
?5 -0.351I959 n .099347 0.034818 0 .011167.
76 -n.ytl?.16] -
0 ~ 0372ss n.np2970 n ;nn?954 n.003546 710 n.795132 0 .0S7934 0.347032 (..no7521 0 041964 TABLE 6.1 (Con'e.)
6.2 Anal tical Procedures for Pi in Seismic Anal sis The piping system geometry, cross sectional dimension and physical properties of each pipe-segment. and the restraint conditions are supplied as inputs to the PIPDYN II computer program. The mass of each piping segment is lumped at the element nodes by the computer. Additional concentrated masses are specified separately for valves, actuators and other concentrated weights at the centers of gravity for the individual assembly or subassemblies to represent both bending and torsional effects of the assembly.
The restraint conditions of supports are specified in three translational and three rotational directions in the model, in either global or local coordiantes for each support point. The restraints may be free, rigid or elastic with a specified spring constant for each translational or rotational direction. Nhen coupling effects between any two joint, degrees of freedom are significant, a 6 by 6 stiffness matrix is used to describe an elastic foundation. Moment, release at nodal points is used for pin connections or flexible joints whenever applicable.
The computer then formulates discrete system equations based upon the input data. The resulting homogeneous equations are solved as an eigenvalue problem. The floor response spectrum method is used in calculating the responses of each mode including nodal displacements, accelerations, end forces and moments and support loads. These modal responses are combined by the square root of the sum of the squares method for all modes with frequencies less than 30 Hz. In addition,
6.2 Anal tical-'Procedures for Pi in Seismic Anal sis (cont.)
the effects of the modes not included are added to the square root. of the 'sum of the squares response as one term, using the highest frequency from the square root of the squares response under 30 Hz to obtain the total response.
The definition and grouping method of combining close modes, described in Regulatory Guide 1.92,is applied in nodal deflection, element end forces and moments, acceleration and support loads.
The response from the two horizontal and the vertical component. of an earthquake are calculated separately as described above. These responses are then combined using the square root of the sum of the squares method. The resultant, end moments are finally used in the applicable ASME Code,Section III, equations for stress evaluation.
Provide a- listing of the computer programs, and their corresponding application, utilized in the analysis and design of the structures, the systems, the equipment.
and components for the standby auxiliary feedwater system.
Listed below are descriptions of the computer programs used in the analysis and design of the standby auxiliary feedwater system. *
l. STRUDL (see Note01 on Page 3)
STRUDL is a widely used, well known, analytical pro-gram developed by Massachusetts Institute of Technology that was released* to the public domain in November, 1968. This program has a wide range of usage for static and dynamic analysis of frame mem-bers and reinforced concrete structures. STRUDL includes the capability for linear and nonlinear, static and dynamic analysis.
DYNAL (see Noteg2 on Page 3)
DYNAL was developed by the Computer Science Department of McDonnell Douglas Automation Company and was operated under release 3.2, dated February 2, 1973, updated to September 19, 1973. The structural dynamic analyses available in DYNAL are based upon the modal superposition method using time history analysis. A simplified set of equations if formed in terms of "normal coordinates" and then solved. These "normal coordinates" are obtained by forming the stiffness and mass matrices of the structural system and solving for the normal modes and frequencies by the HOW method. The program capabilities
2. DYNAL- (cont.)
for analysis using shock spectrum excitation or response spectrum were not utilized. Output obtained includes structural response in terms of displacement, velocity and accelerations at selected nodal points, maximum accelerations and floor response curves.
DYNAL is available in the public domain and has been widely used since its commercial release in 1970.
3. PIPDYN II The Franklin Institute Research Laboratories (see Noteg3 on Page 3)
PIPDYN II computer program is a Fortran language computer program that performs a complete stress analysis of piping systems for all types of loading and has the capability of combining these results to determine their compliance with either subarticle "NB-3600, Piping Design" or subarticle "NC-3600, Design of Class 2 Piping" of the 1971 edition of the ASME Boiler and Pressure Vessel Code,Section III, "Nuclear Power Plant Components" with modifications to satisfy the requirements of USAEC Regulatory Guide 1.92 "Combination of Modes and Spatial Components in Seismic Response Analysis." The program can, at the users option, meet the additional requirements of addenda up to and including 1974.
Vendor programs not, included
Question 57 (cont.)
Notegl STRUDL is used to perform seismic analyses of the building structures and also to perform stress analyses of complex pipe supports.
Note52 DYNAL is used to perform seismic analyses of building structures.
Noteg3 PIPDYN II is used to perform piping stress analyses for the purpose of satisfying Code requirements and to generate support loads.
0 Question 08 f4 Describe in detail the procedures utilized for the qualification of the additional equipment and components in the standby auxiliary feedwater system.
~Re ~1 Listed below are the means by which the individual equipment and components were seismically qualified.
8.1 Class 2 G 3 Nuclear Valves 8.1.1 For active valves, Regulatory Guide 1.48 requires that the primary pressure rating Pr is not exceeded under combined loading conditions and that assurance of operability during and after seismic events is provided. Loading combinations were discussed in the reply to Question 4. Active motor operated valves supplied by Rockwell-International were qualified by type test. Static loads were imposed on the operator in its weakest direction to simulate the 3g seismic loads. Two 3g horizontal seismic accelerations and a 3g vertical acceleration were resolved into a single force equivalent to 5.2g. All motor operated valves supplied by Rockwell are of the same body size and design. One valve was tested and data directly applied to all. The valve was pressurized and cycled during the test. No change was found in operating parameters. Engineering Report No.76-3 documents the test results and certification.
8.1.2 Check valv~e's were'also considered active valves. Test report 2573-69,submitted by Rockwell-Xnternational, documents the qualifications of these valves. A valve body similar to those furnished for the SAFWS was subjected to a bending moment in two perpendicular directions, resulting in stresses equivalent to the minimum specified yield strength of the attached pipe. With the valve body thus loaded, a test mandrel simulating a maximum size disk was inserted into the disk bore and moved freely; showing that a disk would not bind up under the most extreme loading conditions.
8.1.3 Valves supplied by Borg Warner were certified by test, as documented in test report, 5430-6399. The specimens were installed in a test fixture and mounted in a vibration exciter and subjected to a search for resonance in each of the three major orthogonal axes. (1-40 Hz freq. range)
No resonances were found. The seismic qualification was performed in two axes simultaneously, using a. complex random/sine beat forcing function. The specimen was operated electrically, using gaseous nitrogen as the pressurization medium during the seismic testing. The valves were tested in the Z and Y axis, then rotated to the X and Z axis and tested again. The valve was operable throughout the test, and there were no adverse effects.
8.1.4 For non-active valves, it is only required that valves show that primary pressure rating is not exceeded at temperatures given in the design specification. This was done.
8.2 Standb Auxiliar Feed Pum s The SAFP were qualified by analysis. The results are documented in "Structural Integrity 6 Functional Operability Analysis of Standby Auxiliary Feedwater Pumps" ZHMTA-9.
8.2.1 Dynamic analysis was performed using a finite element method to determine the natural frequencies of vibration, mode shapes and complete system response of,the total pump )
motor and bedplate structure. The model consisted of lumped masses connected by elastic beams. The lowest frequency of vibration was determined to be 39.97 cps.
Dynamic response of the total structure due to specified seismic excitations was obtained for each of the three orthogonal seismic excitation components by determining displacements, velocities and accelerations. These parameters were then combined by the square root of the sum of the squares method for the 1/2 S.S.E and S.S.E. cases.
Using the various loadings, including internal pressure, deadweight, seismic acceleration forces, nozzle loads due to attached piping and driver loads for the most severe designed normal operating, and seismic conditions, a complete structural analysis of pump components including the casing, bolts, mounting feet, shaft and nozzles was performed.
Total maximum stresses and deflections were obtained and compared with the allowable values to determine the structural
8.2.1 (cont.)
integrity and functional operability of the pump.
The results of the analysis show that none of the stress and clearance allowable values were exceeded, and that the pump will meet the performance criteria as required for both integrity and operability under the described design and seismic conditions.
8.3.1 Control Valves The control valves furnished by Fisher Controls.Co. were qualified by analysis. Report No. N-GAI-58312 documents details of the qualification analysis carried out in accordance with Fisher Engineering Standard 100. The equipment is capable of maintaining its structural and functional integrity after a horizontal and vertical seismic loading of 3.0 g's. Additionally, calculations were included showing compliance with ASME B 6 PV Code, Section III, NB-3545.2(b).
8.4.1 Control Panels C 6 D The Control Panels have been qualified by analysis (Seismic Test. Report No. 12199 by Acton Environmental Testing Corp.
3/1/76) to withstand the earthquake defined for Rochester Gas 6 Electric Corporations'inna Station, SSE (0.2G) Be = 2%.
They are qualified furthermore to withstand the effects of both OBE's and SSE as defined by IEEE Standard 344-1975.
8.5.1 Electronic Instruments The various safety related electronic instruments have been qualified by testing. Listed in Table 8.5, are the instruments and the seismic test report number that give evidence for the qualification. Three report numbers are referenced. Reports T4-1030, Tl-1070, and T3-1091 describe in detail the resonant search tests and various random seismic exitation tests performed.
Pressure Indicators (PI-4088, PI-4089)
These pressure indicators have been seismically qualified by a Test Model. A test report No. Rl-227-7, by Nyle Laboratories describes in detail the test procedure, conditions, and equipment. The results of the tests per-formed revealed neither structural damage nor change in performance.
TABLES.5 INSTRUMENT QUALIFICATION I
Seismic Ta Models Re orth'3-1091 LT-4093 E13DM PT-4086 EllGM T3-1091 PT-4087 EllGM T3-1091 FT-4084 E13DH T3-1091 FT-4085 E13DH T3-1091 LQ-4093 610 AT-0 T4-1030 PQ-4086 610 AT-0 T4-1030 PQ-4087 610 AT.-O T4-1030 LB-4093A 63U-AT-OHBR Tl-1070 LB-4093B 63U-AT-OHBR Tl-1070 PB-4086 63U-AT-OHAR Tl-1070 PB-4087 63U-AT-OHAR Tl-1070 FB-4084A 63U-BT-OHER T4-1030 FB-4084B 63U-BT-OHER T4-1030 FB-4084C '63U-AT-OHAR Tl-1070 FB-4085A 63U-BT-OHER T4-1030 FB-4085B 63U-BT-OHER T4-1030 FB-4085C 63U-AT-OHAR Tl-1070 FY-4084A 66AT-OP T4-1030 FY-4084B 66BT-0 T4-1030 FY-4084C 66BT-0 T4-1030 FY-4085A 66AT-OP T4-1030 FY-4085B 66BT-0 T4-1030 FY-4085C 66BT-0 T4-1030
8.6 Electrical E ui ment 8.6.1 Control Switches and Relays Because they are standard production items, seismic qualifications are based upon representative active tests performed on duplicate items. The Westinghouse Relay Instrument Division, Relay Seismic Evaluation Test Program, follows for the most part, the guidelines set forth in IEEE Std. 344 and consists of a resonance search and the deter-mination of the maximum seismic operating frigility level under seismic vibration. The test equipment was subjected to simulate seismic beat vibrations individually in each of three directions. It was concluded that the equipment is satisfactory for seismic applications and will with-stand twice the'eismic g loads anticipated for the Ginna Station.
8.6.2 Air circuit breakers are qualified on the same basis as the original switchgear. A statement of qualification was supplied by Westinghouse based upon shock tests which had been previously performed.
8.6.3 Motor Control Centers are qualified by standardized type tests developed by Westinghouse and conducted by, an independent testing laboratory. The tests consist of resonant frequency searches and simultaneous axis excitation sine beat tests. Westinghouse Electric has submitted qualification statements to document the acceptability of the equipment.
8.6.4 Qualification of Electrical Conduit Supports Electrical conduit is supported by structural supports designed for the dead and seismic loads of the conduit runs in accordance with the load combinations of Section 4.1. Support spacing intervals were determined to limit the resultant stresses of the individual con-duits under combined dead and seismic loads to the limits stated in Section 4.1.
Molded Case Circuit Breakers The molded case circuit breakers are inserted and latched into the exisitng motor control centers.
The manufacturer has stated that due to their locations in an existing structure, they will not certify the molded case circuit breaker for seismic.
However, these molded case circuit breakers are of the same design and installed in the same manner as the circuit breakers in the new motor control centers which are qualified to function during and after a seismic event.
The molded case circuit breakers are normally closed and are required to remain closed.
Question 9 Article ND-6000 of Section III of the ASME Code is applicable to the testing of Class 3 components. Provide justification for not.
performing the testing of Class 2 components according to Article NC-6000 of Section III.
~Res ense The hydrostatic testing was performed as required by the instal-lation specification SP-212-044666-000, which specifies 'testing to the requirements of ASME Section III articles NC-6000 and ND-6000 for Class 2 and Class 3 components, respectively. The tests conducted on the standby auxiliary feedwater system were
, performed in accordance with the specification requirements.
4 Question 10 Indicate whether or not the NRC approval of. the future second story of the auxiliary feedwater pumphouse is expected in this SER. If so, supply all of the necessary details of this modification.
Response
Approval for the future second story is not requested in this SER. In addition, approval for the future non-safety related drum storage building is not requested in the SER.
Verify that failure of the non-safety related drum storage building or temporary access structure due to tornado or seismic occurrences will not have any detri-mental effects on any safety related structure, equip-ment 'or components.
RESPONSE
Seismic Induced Failures The temporary access building is an independent, light steel framed structures isolated structurally from the adjacent safety related structures. Therefore, no load can be transferred between the different structure during a seismic occurrence. Collapse of the steel framed non-safety related building onto the concrete auxiliary feedwater pumphouse during a seismic occur-rence will not, effect the structural integrity of the pumphouse nor the components and equipment contained within. Impulsive forces resulting from the collapse of the steel structure onto the pumphouse are small, due to the distributed mass of the steel structure and low velocities at. impact, compared to the corresponding tornado missile loading which controlled the design of the concrete structural elements forming the exterior walls and roof of the pumphouse.
~ f l7&
Tornado Induced Failures In the event of a site specified design tornado, the adjacent steel framed non-safety related structures will collapse. Debris from the steel structures will possibly impact the concrete structure of the auxiliary feedwater pumphouse, however, the structural fragments impacting the structure will be representative of the postulated tornado missiles for which the concrete structure is designed.
Drum Stora e Buildin The drum. storage building has not been constructed and approval for that building is not being requested.
Question 12 Verify whether or not concrete placement for the auxiliary feedwater pumphouse was performed in accordance with the intent of R. G. 1.55, and the quality assurance requirements for installation, inspection, and testing of structural concrete and structural steel were in accordance with the intent of R. G. 1.94.
~Res ense The concrete placement for the standby auxiliary feedwater system was performed in accordance with installation specifications SP-210-044660-000 and SP-530-044660-000 which included requirements for concrete placement, and quality assurance during installation, inspection and testing. These specifications impose various ACI standards and ANSI N45-2.5-1972, which R.G, Guide 1.55 and 1.94 endorse.
J I ~
4
4A State the structures and components for the modification which have been designed to resist the tornado loadings and a summary of the analytical procedure utilized to verify their integrity under these loadings. Also, state the structures and components for the modification which have not been designed to resist the tornado loadings and verify why it. is not necessary to design them for tornado loadings.
RESPONSE
Tornado Resistant Structures and Com onents The auxiliary feedwater pumphouse is designed to resist the impact of tornado generated missiles and tornado wind loads as detailed in section 4.6, "Tornado Loads,"
"Design Criteria for Addition to Auxiliary Building."
All components and equipment within the auxiliary feedwater pumphouse, with the exception of the condensate storage tank, are protected from tornado effects.
Structural elements of the auxiliary feedwater pumphouse designed for tornado loading are the roof slab, exterior walls and interior walls that may possibly be impacted by tornado generated missiles passing through openings in the exterior walls. The base mat and caissons are designed to transmit the tornado loads applied to the superstructure to the foundation rock.
Tornado Resistant Structures and Com onents cont.
No credit was taken for the shielding from tornado missiles that the existing auxiliary building would provide for the standby auxiliary feedwater pumphouse.
The personnel entrance into the auxiliary feedwater pumphouse is enclosed by a shield wall and shield slab dimensioned to prevent missiles passing through the opening at a skew, from impacting safety related equipment or components. The interior wall 'opposite the opening is designed for missile impact.
Non-tornado Resistant Structures and Com onents The temporary access structure is not designed for tornado induced loadings. This structure does not contain safety related equipment or components.
A tornado generated missile could enter the door of the SAFW building and strike the condensate storage tank located in the SAFW building. The storage tank does not serve any safety related function, the condensate quality water is used for periodic pump testing only.
In the remote event of a tornado missile causing damage to the storage tank, all equipment, in the building essential to safe shutdown of the plant has been located above the resulting flood level.
'I s < ~
t
Anal tical Procedures Penetration depths of the individual tornado generated missiles into the concrete target structure were predicted in accordance with the procedures outlined in "Design of Structures for Missile Impact," which considered missile mass, cross-sectional area of the missile, missile velocity and target thickness. Concrete section thicknesses were sufficient to prevent complete penetra-tion of the target and spalling of the interior surfaces.
Effective loads due to the impact of these missiles are derived by idealizing the target as an equivalent single-degree-of-freedom structure. Equivalent static loads are derived in accordance with the procedure outlined by Williamson and Aluy. In the case of no penetration, momentum transfer principals are used to calculate the equivalent static load. For the case of missile penetration, energy balance techniques are used to define a load-time history from which an equivalent static load may be determined using standard analytical procedures.
References
l. Bechtel Power Corporation, "Design of Structures for Nissile Impact," BC-TOP-9, Rev. 1, July, 1973.
2. Williamson, R. A. and Aluy, R. R., "Impact Effect of Fragments Striking Structural Elements, "Holmes and Narver, Inc., November, 1973.
~ y

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